Page 1
Punching Shear with Moment Transfer (ACI-318)Interior Columncreated by Hanif HANIF
[email protected]
Column dimensionb = 250h = 1650
Slab propertiesh = 280d = 240
= 32
= 490
= 1890opening = 0
= 1142400c = 245c' = 245
J/c = 2.46E+08
J/c' = 2.46E+08
= 0.75
= 0.25
Ultimate Reactions at column
= 200= 2E+08
= 950= 950000
transverseNo. strand = 0Jacking stress = 1395Losses = 100strand area = 100Eff. Prestress force = 129.5inflection ratio = 0.2span-right = 6500span-left = 6500span-right w/ inflection = 5200span-left w/ inflection = 5200s (eff. Span length) = 5200
f'c
b1
b2
Ac
gf
gv
Mu
Vu
Vertical Component of PT force, Vp
Page 2
high point of tendon = 165low point of tendon = 45a (drape height) = 120
= 0.00
longitudinalNo. strand = 0Jacking stress = 1395Losses = 100strand area = 100Eff. Prestress force = 129.5inflection ratio = 0.2span-right = 6500span-left = 6500span-right w/ inflection = 5200span-left w/ inflection = 5200s (eff. Span length) = 5200high point of tendon = 145low point of tendon = 65a (drape height) = 80
= 0.00
= 0.00
Shear stress with Transferred Moment
= 1.038
Allowable shear stress due to Moment Transferft = 0.721
vert. component of PT Force, VP1
vert. component of PT Force, VP2
vert. component of PT Force, VP
vu
Page 3
Punching Shear with Moment Transfer (ACI-318)h-edge column (Case C)created by Hanif HANIF
[email protected]
Column dimensionb = 450 mmh = 1400 mm
Slab propertiesh = 300 mmd = 260 mm
= 35 Mpa
= 710 mm
= 1530 mmopening = 0 mm
= 767000c = 355 mmc' = 355 mm
J/c = 2.44E+08
J/c' = 77387414
= 0.69
= 0.31
Ultimate Reactions at column
= 200 KNm= 2E+08 Nmm
= 751 KN= 751000 N
transverseNo. strand = 6 strandsJacking stress = 1395 MpaLosses = 100 MPastrand area = 100 mm2Eff. Prestress force = 129.5 KN/strandinflection ratio = 0.2span-right = 8000 mmspan-left = 0 mmspan-right w/ inflection = 6400 mmspan-left w/ inflection = 0 mms (eff. Span length) = 3200 mm
f'c
b1
b2
Ac mm2
mm3
mm3
gf
gv
Mu
Vu
Vertical Component of PT force, Vp
Page 4
high point of tendon = 150 mmlow point of tendon = 53 mma (drape height) = 97 mm
= 188.42 KN
longitudinalNo. strand = 0 strandsJacking stress = 1395 MpaLosses = 100 MPastrand area = 100 mm2Eff. Prestress force = 129.5 KN/strandinflection ratio = 0.2span-right = 9000 mmspan-left = 2000 mmspan-right w/ inflection = 7200 mmspan-left w/ inflection = 1600 mms (eff. Span length) = 4400 mmhigh point of tendon = 175 mmlow point of tendon = 45 mma (drape height) = 130 mm
= 0.00 KN
= 188.42 KN
Shear stress with Transferred Moment
= 0.989 Mpa
Allowable shear stressft = 0.754 Mpa increase the section
= 1.5 Mpa
= 0.34
punching shear stress capacity
= 1.98 Mpa OK, shear reinf. Not req'd
shear reinforcement
= 0s = 1000 mm
= 0
vert. component of PT Force, VP1
vert. component of PT Force, VP2
vert. component of PT Force, VP
vu1
fpc
bp
fvc
Av/s
Av mm2/m
A74
Hanif2: compressive stress of concrete at centroid.
Page 12
Punching Shear with Moment Transfer (ACI-318)b-edge column (case A)created by Hanif HANIF
[email protected]
Column dimensionb = 700 mmh = 1400 mm
Slab propertiesh = 370 mmd = 320 mm
= 35 Mpa
= 860 mm
= 1720 mmopening = 0 mm
= 1376000c = 215.00 mmc' = 645.00 mm
J/c = 5.18E+08
J/c' = 5.18E+08
= 0.68
= 0.32
Ultimate Reactions at column
= 500 KNm= 5E+08 Nmm
= 700 KN= 700000 N
transverseNo. strand = 8 strandsJacking stress = 1395 MpaLosses = 100 MPastrand area = 100 mm2Eff. Prestress force = 129.5 KN/strandinflection ratio = 0.2span-right = 8000 mmspan-left = 8000 mmspan-right w/ inflection = 6400 mmspan-left w/ inflection = 6400 mms (eff. Span length) = 6400 mm
f'c
b1
b2
Ac mm2
mm3
mm3
gf
gv
Mu
Vu
Vertical Component of PT force, Vp
Page 13
high point of tendon = 195 mmlow point of tendon = 45 mma (drape height) = 150 mm
= 194.25 KN
longitudinalNo. strand = 6 strandsJacking stress = 1395 MpaLosses = 100 MPastrand area = 100 mm2Eff. Prestress force = 129.5 KN/strandinflection ratio = 0.2span-right = 9000 mmspan-left = 2000 mmspan-right w/ inflection = 7200 mmspan-left w/ inflection = 1600 mms (eff. Span length) = 4400 mmhigh point of tendon = 175 mmlow point of tendon = 45 mma (drape height) = 130 mm
= 183.65 KN
= 377.90 KN
Shear stress with Transferred Moment
= 0.543 Mpa
Allowable shear stressft = 0.754 Mpa OK
= 1.5 Mpa
= 0.31
punching shear stress capacity
= 1.82 Mpa OK, shear reinf. Not req'd
shear reinforcement
= 0s = 1000 mm
= 0
vert. component of PT Force, VP1
vert. component of PT Force, VP2
vert. component of PT Force, VP
vu1
fpc
bp
fvc
Av/s
Av mm2/m
A74
Hanif2: compressive stress of concrete at centroid.
Page 20
Punching Shear with Moment Transfer (ACI-318)corner columncreated by Hanif HANIF
[email protected]
Column dimensionb = 400 mmh = 1700 mm
Slab propertiesh = 230 mmd = 200 mm
= 35 Mpa
= 500 mm
= 1800 mmopening = 0 mm
= 460000c = 54.35 mmc' = 250.00 mm
J/c = 1.34E+08
J/c' = 16398374
= 0.74
= 0.26
Ultimate Reactions at column
= 182 KNm= 1.82E+08 Nmm
= 444 KN= 444000 N
transverseNo. strand = 8 strandsJacking stress = 1395 MpaLosses = 100 MPastrand area = 100 mm2Eff. Prestress force = 129.5 KN/strandinflection ratio = 0.2span-right = 8000 mmspan-left = 8000 mmspan-right w/ inflection = 6400 mmspan-left w/ inflection = 6400 mms (eff. Span length) = 6400 mm
f'c
b1
b2
Ac mm2
mm3
mm3
gf
gv
Mu
Vu
Vertical Component of PT force, Vp
Page 21
high point of tendon = 195 mmlow point of tendon = 45 mma (drape height) = 150 mm
= 194.25 KN
longitudinalNo. strand = 6 strandsJacking stress = 1395 MpaLosses = 100 MPastrand area = 100 mm2Eff. Prestress force = 129.5 KN/strandinflection ratio = 0.2span-right = 9000 mmspan-left = 2000 mmspan-right w/ inflection = 7200 mmspan-left w/ inflection = 1600 mms (eff. Span length) = 4400 mmhigh point of tendon = 175 mmlow point of tendon = 45 mma (drape height) = 130 mm
= 183.65 KN
= 377.90 KN
Shear stress with Transferred Moment
= 0.496 Mpa
Allowable shear stressft = 0.754 Mpa OK
= 1.5 Mpa
= 0.34
punching shear stress capacity
= 1.96 Mpa OK, shear reinf. Not req'd
shear reinforcement
= 0s = 1000 mm
= 0
vert. component of PT Force, VP1
vert. component of PT Force, VP2
vert. component of PT Force, VP
vu1
fpc
bp
fvc
Av/s
Av mm2/m
A74
Hanif2: compressive stress of concrete at centroid.
Page 29
No
Column Slab ACI 318 (PT) with As = 0.00075Acb h h d l opening
mm mm mm mm Mpa Mpa mm
1 800 800 260 230 35 5.8 40 1 02 800 800 260 230 35 5.8 40 1 03 800 800 260 230 35 5.8 40 1 04 800 800 260 230 35 5.8 40 1 05 800 800 260 230 35 5.8 40 1 06 800 800 260 230 35 5.8 40 1 07 800 800 260 230 35 5.8 40 1 08 800 800 260 230 35 5.8 40 1 0
NoteThe formula on Eq. 11-34 of ACI 318 is applicable only for columnIf it applicable for both wall and column, it is always written "support" instead of "column" on ACI
The article of 21.3.3.8 is only applicable for column instead of wallIf it applicable for both wall and column, it is always written "support" instead of "column" on ACI
f'c f'c0.5 as
Therefore, the value of bp is only valid for column instead of wall
However, on the table above, the value of bp is assumed as 1 (very conservative)
Page 30
ACI 318 (PT) with As = 0.00075Ac Applied Shear
RemarkVp VuLocation
mm Mpa KN KN KN KN
4120 0.9 0.31 500.00 4813.95 1926 2000 typical-internal FALSE4120 0.9 0.31 500.00 4813.95 1926 954 typical-internal OK4120 0.9 0.31 500.00 4813.95 1926 1500 typical-internal OK3660 0.9 0.33 500.00 4332.29 1733 520 typical-corner OK3890 0.9 0.32 500.00 4573.12 1829 650 typical-h-edge OK4120 0.9 0.31 500.00 4813.95 1926 2000 roof-internal FALSE4120 0.9 0.31 500.00 4813.95 1926 600 roof-internal OK4120 0.9 0.31 500.00 4813.95 1926 2700 roof-internal FALSE
The formula on Eq. 11-34 of ACI 318 is applicable only for columnIf it applicable for both wall and column, it is always written "support" instead of "column" on ACI
The article of 21.3.3.8 is only applicable for column instead of wallIf it applicable for both wall and column, it is always written "support" instead of "column" on ACI
b0 fpc bp fVc 0.4*fVc
is only valid for column instead of wall
However, on the table above, the value of bp is assumed as 1 (very conservative)
![NUMERICAL ANALYSIS FOR PUNCHING SHEAR RESISTANCE OF FLAT … · reinforced concrete flat slabs. The ACI 318-14[2] is the only code in which predict the resisting punching force of](https://static.documents.pub/doc/80x56/5ea3b06d81e51202d1108bfb/numerical-analysis-for-punching-shear-resistance-of-flat-reinforced-concrete-flat.jpg)
